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Article

Axial Compressive Behaviours of Coal Gangue Concrete-Filled Circular Steel Tubular Stub Columns after Chloride Salt Corrosion

by
Tong Zhang
1,
Hongshan Wang
1,
Xuanhe Zheng
1 and
Shan Gao
2,*
1
School of Civil Engineering, Liaoning Technical University, Fuxin 123000, China
2
Key Lab of Structures Dynamic Behavior and Control of the Ministry of Education, Harbin Institute of Technology, Harbin 150000, China
*
Author to whom correspondence should be addressed.
Materials 2024, 17(11), 2782; https://doi.org/10.3390/ma17112782
Submission received: 28 March 2024 / Revised: 31 May 2024 / Accepted: 3 June 2024 / Published: 6 June 2024
(This article belongs to the Topic Ideas for Future Cities: Intelligent, Low-Carbon and Healthy)
Browse Figures
Versions Notes

Abstract

:
The axial compressive behaviours of coal gangue concrete-filled steel tube (GCFST) columns after chloride salt corrosion were investigated numerically. Numerical modelling was conducted through the static analysis method by finite element (FE) analysis. The failure mechanism, residual strength, and axial load–displacement curves were validated against tests of the coal gangue aggregate concrete-filled steel tube (GCFST) columns at room and natural aggregate concrete-filled steel tube (NCFST) columns after salt corrosion circumstance. According to the analysis on the stress distribution of the steel tube, the stress value of the steel tube decreased as the corrosion rate increased at the same characteristic point. A parametric analysis was carried out to determine the effect of crucial variation on residual strength. It indicated that material strength, the steel ratio, and the corrosion rate made a profound impact on the residual strength from the FE. The residual strength of the columns exposed to chloride salt was in negative correlation with the corrosion rate. The impact on the residual strength of the column was little, obvious by the replacement rate of the coal gangue. A simplified design formula for predicting the ultimate strength of GCFST columns after chloride salt corrosion exposure was proposed.

1. Introduction

Incorporating coal gangue into concrete to replace natural aggregate provides an eco-friendly way to reuse coal mining and washing waste while reducing the production and consumption of natural aggregate [1,2]. However, the mechanical properties or durability of coal gangue aggregate is inferior to those of traditional concrete, because of the numerous surface microcracks, high porosity, and loose structure of coal gangue coarse aggregate. For example, replacing all coarse aggregate with coal gangue aggregate reduces the compressive strength of the concrete by 15–20% [3,4] (or 20–35% [5,6]), due to the porous structure of coal gangue, and the elastic modulus by 30–51% [7,8] while increasing the drying shrinkage by roughly 92% during a 360-day cure [9]. The rate of mass loss for natural aggregate concrete with 300 freeze–thaw cycles is only 5%, compared to over 5% for the rate of mass loss with 25 freeze–thaw cycles for concrete under a 60% replacement rate [10]. The above unfavorable results indicate that coal gangue concrete cannot be used for widespread application in building structures on a large scale.
A concrete-filled steel tube (CFST) is a new type of bearing structure made of a steel tube with concrete [11,12]. Under external load, the deformation of the core concrete is constrained by the steel tube, which can improve the deformability and compressive strength of the concrete. In the meantime, the core concrete can improve the stability of the steel tube and ensure the full play of the mechanical properties of steel. Therefore, CFSTs are widely used in building structures, underground engineering, bridge structures, oil drilling platforms, and transmission towers due to their high strength, outstanding seismic performance, good toughness, and convenient construction.
The behaviours of CFST columns with coal gangue aggregate (CGA) at room temperature have been extensively studied. Zhang et al. [13] studied the axial compression behaviours of the circular CFST stub prepared with CGA through experimental tests. A decreasing tendency was found in the elastic stiffness, compressive strength, and ductility of the columns by 16.17–8.24% (3.01–22.16%), 2.93–4.81% (8.25–10.18%), and 7.78–10.61% (11.86–16.34%), respectively, as the percentage of CGA increased from 0% to 50% (100%). Xu et al. [14] experimentally investigated the influence on the variation trend of the mechanical properties of square CFST columns by spontaneous combustion coal gangue aggregate (SCGA) especially under axial load. The experimental results showed that the peak compressive strength of the CFST columns was reduced by 5.96% and 12.10% at 50% and 100% of the SCGA replacement rate, respectively, compared to the CFST columns with traditional aggregate. Gao et al. [15] experimentally investigated and seriously analyzed the effects of coal gangue on the mechanical properties of different concrete, circular reinforced concrete columns, and CFST columns. The compressive strength properties of concrete with coal gangue reduced when the coal gangue replacement ratio increased, from the results. Fang et al. [16] presented a study on the seismic properties of ring-beam contact adopted for a connect beam using reinforced coal gangue concrete with a coal gangue concrete-filled steel tubular (GCFST) column.
Corrosion occurs frequently in the natural environment and also reduces the yield strength and durability of steel. Thus, it is essential that the residual behaviours of CFST columns after chloride salt corrosion be evaluated. Some studies have reported on the performance of GCFST columns after chloride salt corrosion. However, extensive studies have concerned the performance of natural aggregate concrete-filled steel tube (NCFST) members after salt corrosion, providing this research with a reference. According to the different corrosion regions, corrosion is divided into two types: uniform corrosion and local corrosion.
For NCFST members exposed to salt corrosion with uniform corrosion, a lot of research has been conducted by Han et al. [17,18,19,20], Li et al. [21], Lyu et al. [22], Sultana et al. [23], Yuan et al. [24], Zeng et al. [25], Alraeeini et al. [26], Zhang et al. [27], Li et al. [28], Gao et al. [29], Reddy et al. [30], Wang et al. [31], and Zhang et al. [32].
In addition, there is some research concerning local corrosion behaviours, including studies on rectangular NCFST columns (Zhao et al. [33]), square NCFST columns (Guo et al. [34]), circular NCFST columns (Lin et al. [35], Zhao et al. [36], Luo et al. [37], Huang et al. [38], Karagah et al. [39], Wang et al. [40]), and L-shaped NCFST columns (Dinesh et al. [41]).
The above research results indicate that corrosion can cause the thickness of the outer steel tube in direct contact with the environment to become thinner, and the constraining ability of the steel tube on the core concrete is weakened [28,29,30,31,32]. Moreover, corrosion can also cause the deterioration of the yield strength and ductility of steel [42] and cause a decrease in ultimate strength, plastic deformation capacity, and combined elastic modulus. Thus, the study of the mechanical properties of the CFST specimen after chloride salt corrosion is one of the most popular subjects in the engineering field, and it is also an important issue for further studying the durability of CFST structures during service.
This paper thus focuses a numerical simulation on coal gangue concrete-filled circular steel tube (C-GCFST) stubs with uniform corrosion damage under axial compression. The main targets are as follows: (1) the development of an advanced finite element (FE) modelling method for simulating uniform corrosion damage in C-GCFST and the validation of the model against experimental data; (2) an analysis of the nonlinear behaviour of uniform corrosion damage in C-GCFST, including stress development and load–deformation relations; (3) a parametric sensitivity analysis to include identifying the key factors, e.g., material, replacement rate of coal gangue, and corrosion rate, on the residual strength of C-GCFST columns with corrosion; and (4) a proposal of a design formula for calculating the residual capacity of C-GCFST columns with corrosion exposure.

2. Finite Element Model and Experimental Verification

2.1. Methodology

The analysis results [43] show that the fiber model and the finite element analysis are the methods for the whole process of the analysis of the load–deformation relationship of CFST members. The fiber model is a simplified numerical analysis method, which assumes that the longitudinal stress at any point in the cross-section depends only on the longitudinal fiber strain at that point, but this analysis method is not conducive to further studying the working mechanism of CFST members from the perspectives of stress, strain distribution, and interaction between the steel tube and core concrete. The finite element analysis method can better solve this problem, and the interaction between the steel tube and the core concrete in the compressive process can be investigated in detail, which is conducive to revealing the mechanical essence of the CFST member more comprehensively. The long-term load effect is simulated by modifying the material’s constitutive relationship in the established model, and the “life-and-death element method” is used to simulate the corrosion effect of chloride ions on the steel tube. In simulating chloride corrosion, the corroded part of the unit is first cut into one or more layers of thin tube attached to the surface of the steel tube, and then the corroded part is meshed to make the corroded part become an independent unit. Once the set of corrosive elements is defined, a command is added to the analysis step where corrosion is taken into account, and the program that removes the sub-elements by gradually reducing the stiffness of the sub-elements to near zero is simulated in the calculation. The steel tube and concrete are simulated using a 3D solid with an eight-node reduced integral.

2.2. Material Constitutive

2.2.1. Steel Tube

The σ-ε curve of the steel can be modelled using a quadratic flow plastic model, as shown in Equation (1) [42].
σ = E se ε     ε ≤ ε e − A ε 2 + B ε + C     ε e < ε ≤ ε e 1 f ye     ε e 1 < ε ≤ ε e 2 f ye 1 + 0.6 ε − ε e 2 ε e 3 − ε e 2     ε e 2 < ε ≤ ε e 3 1.6 f ye     ε > ε e 3
where εe = 0.8fy/Es, εe1 = 1.5εe, εe2 = 10εe1, εe3 = 100εe1, A = 0.2fy(εe1 − εe)2, B = 2Aεe1, and C = 0.8fy + Aε2e − Bεe. fy and Es are the yield strength and elastic modulus of the steel tube, respectively.
The equations for calculating the mechanical properties of the steel tube as a function of the corrosion rate, according to Ref. [44], are shown in Equations (2) and (3). fye represents the tensile yield strength of the steel with various ρ (unit: MPa). Ese represents the elastic modulus of the steel tube with corrosion exposure. ρ is the corrosion rate (unit: %). The σ-ε relationship of Q345 steel under different ρ is presented in Figure 1.
f ye / f y = 1 − 0.908 ρ
E s e / E s = 1 − 0.525 ρ

2.2.2. Concrete

Coal gangue concrete is a brittle material. The plastic damage relationship of concrete is used by ABAQUS 2022, which is applicable to coal gangue concrete materials with compressive and tensile anisotropy characteristics.
Due to incorporating coal gangue into the core concrete, which results in different properties from ordinary concrete, the compressive constitutive relationship of constrained concrete considering the replacement rate of coal gangue concrete aggregates proposed by Refs. [45,46] is adopted, as shown in Equations (4)–(9).
σ σ 0 = 2 ε ε 0 − ε ε 0 2     ε ε 0 ≤ 1 ε / ε 0 ψ β ε ε 0 − 1 2 + ε ε 0     ε ε 0 > 1
where ε0 and σ0 are the peak strain and stress, respectively. ε0 is given by
ε 0 = ( 1300 + 12.5 f c ) × 10 − 6 λ + 800 × ξ 0.2 × 10 − 6
where fc is the compressive strength of coal gangue concrete (unit: MPa). λ is the influence of the coal gangue aggregate replacement fraction on strain, and ξ is the hoop coefficient, given by
ξ = f ye A se / f c A c
where fc is the compressive strength of coal gangue concrete (unit: MPa). fye is the yield strength after corrosion, and Ac and Ase are the cross-sectional area of the concrete and steel tube after corrosion, respectively, (unit: mm2), and
λ = 1 + 0.105 r
where r is the coal gangue aggregate replacement fraction. From Equation (4), ψ is the influence of the coal gangue aggregate on descending section curvature.
ψ = 2.26 − 1.21 r
Finally, β is the size of the area encompassed by the descending sections and the strain axis and is given by
β = 0.5 × ( 2.36 × 10 − 5 ) ( 0.25 + ( ξ − 0.5 ) 7 ) × f c 0.5 ≥ 0.12
In the modelling of concrete, 53 is selected as the dilation angle, 0.1 is selected as the eccentricity, the ratio fbo/fc is selected as 1.16, Kc is 0.66667, and 0.0005 is the viscosity parameter [47].

2.3. Finite Element Analysis

2.3.1. Part and Meshing

In the finite element model’s establishment, a four-node linear reduction universal shell element (S4R) is selected for the steel tube. The reason is that S4R can determine whether to use thin shell theory or thick shell theory based on the thickness of it. The 9-integration point Simpson integration is set along the radial direction of the outer steel tube for the shell element. The 8-node reduced integral three-dimensional solid element (C3D8R) was selected for the core concrete.
To achieve reasonable calculation accuracy, the concrete and steel tube are longitudinally segmented, and the grid size of each component is controlled to be 0.01. Using structured partitioning techniques, the concrete is divided into hexahedral meshes.

2.3.2. Interface Properties

Surface-to-surface contact is chosen in the interface properties between concrete and the steel tube. The hard contact is adopted in normal action, whilst the Coulomb friction model is selected in tangential action [48].
For the Coulomb friction model, shear stress can be transmitted between concrete and the steel tube. The relative sliding will be generated between the two materials as the value of the shear stress exceeds the critical value (τcnt). At the same time, the shear stress at the inner surface of the steel tube will always be equal to τcnt during the sliding process. τcnt is positively correlated with the contacted pressure (p) between the steel tube and concrete surface, and the minimum value is not less than the average interfacial bonding force (τbond). The calculation method for τcnt and τbond is shown in Equation (10), and μ is the cross-sectional friction coefficient, taken as 0.6 in this model.
τ cnt = μ ⋅ p ≥ τ bond

2.3.3. Boundary Condition

Set both ends of the specimen as a rigid body. The central point of the top and bottom rigid surface of the specimen is set to RP-1 and RP-2, respectively. The displacement of U1, U2, and U3 at the RP2 of the model is fixed; that is, the deformation of all of them is 0; U1, U2, and U3 represent the X-axis, Y-axis, and Z-axis displacement of the specimen cross-section, respectively. The bottom of the specimen is set as the loading end, and then limit the displacement in the U1 and U2 directions to 0; that is, the deformation of all of them except U3 is 0. A displacement loading regime is used to the model, and the numerical model is established in Figure 2.

2.4. Experimental Verification

Using ABAQUS 2022 finite element software, models of the C-GCFST stub column at room temperature [13,49] and the C-NCFST stub column after corrosion exposure [22,29] were established. Then, axial compressive bearing capacity was calculated. Finally, the simulated values of failure mode, load (N)-displacement (∆) curves, and the ultimate bearing capacity (Nu) were analyzed, aiming at proving the accuracy of the model with experimental values. The equation for the corrosion of steel is based on Equation (11).
ρ = t 0 − t 1 / t 0
where ρ represents the corrosion rate, (%). t0 represents the thickness of the tube before corrosion, (mm). t1 represents the thickness of the tube after corrosion (mm).
The corrosion experiment of the C-NCFST stub column was conducted by accelerated corrosion in the laboratory [22,29]. The mass fraction of the NaCl solution was 5%, and the PH value of the initial preparation solution was 3.0. The duration of the corrosion was set according to the different corrosion damage (5%, 10%, 20%, 30%). Afterward, the 200 t [22,29] and 500 t [13,49] hydraulic compression machine was used for the compressive tests. The total eight strain gauges were placed symmetrically at the middle height of each specimen as well as linear variable differential transformers (LVDTs) recording axial displacement. A rate of 2.0 kN/s was set before the load reached 0.7 Nu; after that, the loading interval was 1/15 Nu, and a rate of 1.0 kN/s was designed during the compression. In the post-peak stage, the loading rate was adopted for displacement control by 0.5 mm/min until the compressive stub column failed [13]. The test was set for displacement control by a loading rate of 1 mm/min until the axial displacement reached 20 mm [49].

2.4.1. Failure Pattern

Due to the insignificant effect of corrosion and the coal gangue replacement rate on the failure mode of stub columns, a comparison of the failure modes of the typical specimens is provided in Figure 3. The dotted lines represent shear-slip lines of failure specimens.
From the FE results, it is said that the failure mode of the specimen is mainly bulging outward along the height direction of the specimens. At the end plate and middle part of the specimen height, the bulging of the column is more obvious. The bulging value of the column at the same cross-section is the same. In the Ref. experiment, the middle of the stubs and the end plate both produced significant bulging, and the bulging values of the column at the same cross-section were different, indicating that the overall failure mode was shear failure. The reason for this phenomenon is that the premise of FE analysis is to assume that the steel and concrete are isotropic, and it cannot be guaranteed that the specimen is in a fully axial compression state in actual compression tests. The effectiveness of the FE model established in this method was confirmed by comparing the failure modes.

2.4.2. Load (N)-Displacement (∆) Curve

The results between the experimental and numerical N-∆ curves are compared for the stub columns under axial load and the measured curve, as shown in Figure 4 and Figure 5. It is said that the initial stiffness of the numerical N-∆ curves of several stubs is greater than that of the experimental curves. Possibly, when FE simulation is carried out, the boundary-constrained cross-section of the stubs is set in a perfectly fixed condition, which are more idealized and have relatively powerful constraint effects, resulting in a higher value for initial stiffness. Overall, the trends of the two curves are roughly the same, and they match well, indicating that the finite element model is reasonable.

2.4.3. Ultimate Bearing Capacity

The numerical values (Nf) and experimental values (Ne) of the peak load of the stub are presented in Table 1. The ratio of numerical values to experimental values is between 0.929 and 1.074, with a mean of 0.990, an SD of 0.033, and a CV of 0.033. It indicates that the finite element method is relatively accurate. Nf represents the numerical values, and Ne represents the experimental values in the References.

3. Numerical Investigations

The stress mechanism of the C-GCFST columns with uniform corrosion damage under axial compression throughout the stressing process is analyzed further by the finite element software (ABAQUS 2022) adopted, including the N-∆ curves of the columns, stress distribution in the steel tube, and the interaction mechanism between the outer steel tube and core concrete. The key parameters of a characteristic specimen are selected as follows: the section diameter (D) is 400 mm, concrete strength (fcu) is 30 MPa, yield strength of the steel (fy) is 345 MPa, replacement rate (r) is 50%, corrosion rate (ρ) is 0, 10%, and 30%, and steel ratio θ is 3%.

3.1. Load (N)-Deformation (∆) Curve

The N-∆ curves of the specimens after corrosion exposure are presented in Figure 6, and it is said that Nu significantly decreases with corrosion. According to the variation tendency of the N-∆ curve, four characteristic points are defined, namely point A when the concrete is constrained by the steel tube, B at the yield point when the steel tube yields, point C when the specimen reaches the ultimate strength, and point D when Nu reduces and tends to stabilize. The load-displacement curve is divided into five segments by four characteristic points, with the OA section being the elastic stage, the AB section is in the elastic–plastic stage, the BC section is in the plastic strengthening stage, and the CD section is the descending segment.
In the OA section, the GCFSTs are in separate compression states. For the outer steel tube, the tensile stress reaches the proportional limit at the middle region of the column height as the load reaches point A. At this time, the compressive loads of the three specimens are 58.5%, 61.1%, and 67.1% of their ultimate loads, respectively, and the longitudinal displacement is 1.4 mm.
In the AB section, when the load exceeds point A, the compressive specimen begins to turn into the plastic deformation stage, and the N-∆ curve of the specimen exhibits nonlinearity. The rate of load increasing slows down, the longitudinal displacement increases faster, and the axial force on the concrete increases continually. At this point, core cracks of the concrete appear and expand continually, and Poisson’s ratio of coal gangue concrete exceeds gradually compared to that of the steel tube. The contact pressure between the two materials also increases continuously. The specimen is at the critical point of elasticity and plasticity as the load reaches point B, and the loads of the three specimens are 86.9%, 88.9%, and 93.2% of their ultimate loads, respectively. The longitudinal displacement is 2.3 mm.
In the BC section, as the load exceeds point B, the increase in load tends to slow down, and the increase in axial displacement continues to accelerate. When the load approaches point C, the N-∆ curve tends to flatten, and the ultimate strength of the specimen is reached, with a longitudinal displacement of 3.7 mm.
When the load exceeds point C, the externally tensile steel tube has already yielded, and the inner coal gangue concrete has reached its ultimate compressive strain. Subsequently, as the longitudinal displacement of the stubs increases, the concrete stress decreases, and the overall stiffness of the specimen decreases, meaning that it can no longer bear axial loads, and the load begins to decrease.
After the load reaches point D, as deformation increases, the speed of load reduction slows down, which also indicates that the compressive stress of the columns tends to stabilize. The loads of the three specimens are 72.9%, 71.9%, and 70.0% of their ultimate loads, respectively. The longitudinal displacement is 12.8 mm, 13.7 mm, and 14.5 mm, respectively.

3.2. The Stress Distribution of the Steel Tube

The adequate analysis of Mises stress in the specimen is beneficial for quickly identifying the hazardous area of stub columns. A Mises stress cloud map of the C-GCFST stub columns after corrosion exposure is found at points A, B, C, and D from Figure 7, Figure 8, Figure 9, and Figure 10, respectively. An elastic state can be seen in the compressive specimen before point A, with a relatively uniform stress distribution along the longitudinal direction of the steel tube and lower stress at both ends. During the loading exerted from point A to point B, the Mises tensile stress values of the steel tube increase slowly. At point B, the tensile stress at the longitudinal middle region of the compressive steel tube reaches fy. At point C, the stress on the compressive steel tube still maintains a uniform distribution. Due to the defined reinforced section of the steel after corrosion exposure, compared to point B, when the outer steel tube stress reaches the yield stress, the maximum stress of the steel tube at point C improves, and the yield region of the steel tube also increases. After point D, the cross-section of the column undergoes significant expansion and deformation. Under the same characteristic points, the stress value of the steel tube decreases with the corrosion rate increasing.

4. Parameter Analysis

The considered parameters included concrete strength (fcu), the yield strength of the steel tube (fy), the replacement rate (r), corrosion rate (ρ), and steel ratio (θ). The ranges of these variations are presented in Table 2. The ultimate bearing capacity of the C-GCFST stub after corrosion exposure (Nu) is analyzed in detail by different variations, as shown in Figure 11.
The influence of r on Nu is presented in Figure 11a. Other parameters remain unchanged, but the ultimate bearing capacity of the stub decreases as the r of the coal gangue aggregate increases. Taking the corrosion rate of 10% as a sample for analysis, the r of the coal gangue aggregate increases from 0 to 25%, 50%, 75%, and 100% with Nu decreasing by 0.62%, 1.46%, 2.39%, and 3.67%, respectively. And the rate of decline becomes faster and faster. The reason may be that the mechanical and surface characteristics of the coal gangue aggregate are poor compared to the natural aggregate. The compressive properties of the coal gangue concrete gradually decrease as the proportion of the coal gangue aggregate increases, resulting in a reduction in Nu.
In addition, while keeping the r of the coal gangue aggregate unchanged, the negative correlation can be predictable between Nu and ρ. For specimens with an r of 0, 25%, 50%, 75%, or 100%, Nu decreases by 5.04%, 5.08%, 5.13%, 5.19%, and 5.28% with the ρ increasing from 10% to 40%, respectively. This is because the specimen is immersed in a solution rich in Cl−, which causes the external steel tube to electrolyze Fe2+ and Fe3+, causing the corrosion and thinning of the outer wall for the corroded steel tube, thereby weakening the constrained effective coefficient of the outer steel tube on the restrained concrete and reducing Nu.
The influence of fy on Nu is presented in Figure 11b. For specimens with a corrosion rate of 10%, Nu increases by 6.28%, 8.77%, 10.49%, and 12.67% with the increase in the fy of the steel tube from 235 MPa to 345 MPa, 390 MPa, 420 MPa, and 460 MPa, respectively. The reason is that the higher the yield strength of the steel tube, the stronger the constrained effect of the outer steel tube on the core concrete, resulting in an increase in the value of Nu. When the fy of the steel tube (235 MPa, 345 MPa, 390 MPa, 420 MPa, 460 MPa) is the fixed value, Nu decreases by 2.78%, 5.13%, and 5.72% with the ρ increasing from 10% to 40%, 6.22%, and 7.23%, respectively. This indicates that promoting the fy of the outer steel tube will not reduce the loss of corrosion on the compressive bearing capacity of the specimen.
The effect of fcu on Nu is shown in Figure 11c. When the concrete strength grade (20 MPa, 30 MPa, 40 MPa, 50 MPa, 60 MPa) is the fixed value, ρ increases from 10% to 40%, and Nu reduces by 6.66%, 5.16%, 4.16%, 3.47%, and 4.62%, respectively. This indicates that the corrosion rate has a slight effect on the compressive bearing capacity of the columns. The reason is that concrete affords a high contribution rate to the compressive bearing capacity of the columns, and the core concrete is not affected by corrosion.
The influential effect of the steel ratio (θ) on Nu is presented in Figure 11d. For specimens with a corrosion rate of 10%, θ is enhanced from 2% to 3%, 4%, and 5%, and Nu is promoted by 9.51%, 19.34%, 29.95%, and 41.24%, respectively. This is because as θ increases, the wall thickness of the used steel tube is thicker at the same diameter. Under the same ρ, the constrained concrete more restrained by a thicker steel tube is found, which can improve Nu. When θ (2%, 3%, 4%, 5%) is the fixed value, Nu decreases by 4.01%, 5.10%, 6.66%, 8.79%, and 11.19% with ρ increasing from 10% to 40%, respectively. It may be because ρ has a more significant destructive effect on the steel tube, and increasing the steel ratio of the specimen is not enough to repair the deficiency of the specimen.

5. Simplified Design Method

We propose a simplified method for predicting the ultimate bearing capacity of C-CFST columns undergoing corrosion that is based on Chinese Standard GB50936-2014 [50], Technical Code for Concrete-Filled Steel Tubular Structures and Zhang et al. [44], as given by the following:
N 0 = A sc f sc
where N0 is the unmodified design strength of the C-CFST columns (N), Asc is the total cross-section (mm2), and fsc is the compressive strength for the C-CFST columns (MPa). fsc is given by
f sc = 1.212 + B ξ + C ξ 2 f c
where
B = 0.176 f ye 213 + 0.974
C = − 0.104 f c 14.4 + 0.031
and ξ the hoop coefficient of C-CFST is
ξ = θ se f ye f c
with fye as the yield strength of the steel tube after corrosion, fc the compressive strength of a concrete cylinder, and θse the steel ratio after corrosion exposure. fye is given by
f ye = 1 − 0.908 ρ f y
where ρ is the corrosion rate, and fy is the yield strength of the uncorroded steel tube. fc is given by
f c = 0.76 + 0.2 lg f cu 19.6 f cu
where fcu is the compressive strength of a concrete cube. θse is given by
θ se = A se A c
where Ase and Ac are the cross-section of the steel tube and concrete after exposure, respectively.
Since the design strength of the C-GCFST stub columns with corrosion exposure will be affected by the coal gangue coarse aggregate, the design method for predicting the design strength of C-GCFST columns with corrosion is modified according to the relationship between Nd/N0 and r in Figure 12.
N d = N 0 1 − 0.04 × r
where r presents the replacement rate of coal gangue.
The numerical values (Nf) and designed values (Nd) of the design strength of the C-GCFST columns with corrosion exposure are shown in Figure 13. The error between Nf and Nd is within 9%, with a mean of 0.990, an SD of 0.001, and a CV of 0.035, which indicates that the predictive effect of this formula is reasonable.

6. Conclusions

The mechanical response of the C-GCFST stub columns was investigated by establishing a numerical model, especially in uniform corrosion damage. According to the simulated results, the presented conclusions are as follows:
(1)
Compared to the FE and Ref. experimental results, it is said that the failure mode of them was shear failure with bulging outward along the height direction of the specimens. The ratio of numerical to experimental values is between 0.929 and 1.074, with a mean of 0.990 and an SD of 0.033. This indicates that the finite element method is relatively accurate.
(2)
When the load exceeds the steel yield strength, as the corrosion rate increases, the specimen will enter various characteristic regions. At the same characteristic points, the stress value of the steel tube decreases with increasing corrosion rate due to the lower bearing capacity of the specimen.
(3)
The concrete strength, steel yield strength, and steel ratio are positively correlated with the compressive bearing capacity of the specimen. The increase in the steel yield strength and steel ratio will not reduce the loss from corrosion on the compressive bearing capacity of the stub.
(4)
The corrosion rate and replacement rate are negatively correlated with the Nu of the specimen. When the r of the coal gangue aggregate increases from 0 to 100%, Nu decreases by 3.67%, 3.84%, 3.92%, and 3.91% due to worse mechanical properties of coal gangue, respectively, within the parameter range of this study.
(5)
A design method was proposed for predicting the design strength of C-GCFST stub columns with corrosion. The error between the numerical values and designed values is within 9%, which indicates that the predictive effect of this formula is reasonable.

Author Contributions

Software, H.W.; Data curation, X.Z.; Writing—original draft, T.Z.; Supervision, S.G. All authors have read and agreed to the published version of the manuscript.

Funding

This research was funded by Scientific Research Fund of Liaoning Provincial Education Department grant number JYTMS20230822.

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

The raw data supporting the conclusions of this article will be made available by the authors on request.

Conflicts of Interest

The authors declare no conflict of interest.

Nomenclature

Accross-section area of concreteNdmodified ultimate bearing capacity with replacement rate
Ascross-section area of steelNuultimate bearing capacity
Asecross-section area of steel after exposureNfpeak load of the numerical model
Asctotal column cross-sectionNepeak load of the experiment
Dsection diameter of the specimenμcross-section friction coefficient
Llength of the specimenrcoal gangue aggregate replacement fraction
Ecelastic modulus of concreteμsPoisson’s ratio
Eselastic modulus of steel tubet0thickness of steel tube before corrosion
Eseelastic modulus of steel tube with corrosion exposuret1thickness of steel tube after corrosion
fsccompressive strength of the CFST columnθsteel ratio
ξhoop coefficient of the CFSTRP-2bottom point of the model
fccompressive strength of the coal gangue concrete cylinderθsesteel ratio after corrosion exposure
fcucompressive strength of concrete cubespcontacted pressure in finite element model
fb0compressive strength of concrete under biaxial loadingβsize of the area encompassed by the descending sections and the strain axis
fyyield strength of steel tubeΨinfluence of the coal gangue on descending curvature
fyeyield strength of steel tube with corrosion exposureλinfluence of the coal gangue substitute fraction on strain
fueultimate strength of steel tube with corrosion rateτbondbonding force in finite element model
ρcorrosion rateτcntcritical value in finite element model
Naxial loadσstress
∆axial displacementσ0peak stress
N0unmodified ultimate bearing capacityεstrain
Kccompressive meridianε0peak strain
U1, U2, U3X-, Y-, Z-axis displacementεeelastic strain
UR1, UR2, UR3X-, Y-, Z-axis angle of rotationεe1, εe2, εe3process strain of the compression
RP-1top point of the model

References

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Materials 17 02782 g001
Figure 1. Stress-strain curve of Q345 steel after corrosion exposure.
Figure 1. Stress-strain curve of Q345 steel after corrosion exposure.
Materials 17 02782 g001
Materials 17 02782 g002
Figure 2. The established model of the C-GCFST stub column with uniform corrosion damage.
Figure 2. The established model of the C-GCFST stub column with uniform corrosion damage.
Materials 17 02782 g002
Materials 17 02782 g003
Figure 3. The numerical and experimental failure pattern of the typical C-CFST stub columns. (a) C3.0-0-20; (b) C4.5-0-20; (c) Q235-20-0; (d) Q345-20-0; (e) SCGA-100-2.75; (f) SCGA-100-3.5; (g) SCGA-100-4.5; (h) S40-50-c; (i) S40-100-c.
Figure 3. The numerical and experimental failure pattern of the typical C-CFST stub columns. (a) C3.0-0-20; (b) C4.5-0-20; (c) Q235-20-0; (d) Q345-20-0; (e) SCGA-100-2.75; (f) SCGA-100-3.5; (g) SCGA-100-4.5; (h) S40-50-c; (i) S40-100-c.
Materials 17 02782 g003
Materials 17 02782 g004
Figure 4. The compared numerical and experimental N-∆ curves of the C-CFST stub after chloride salt corrosion. (a) C3.0-0-10 and C4.5-0-10; (b) C3.0-0-20 and C4.5-0-20; (c) C3.0-0-30 and C4.5-0-30; (d) Q235-5-0 and Q345-5-0; (e) Q235-10-0 and Q345-10-0; (f) Q235-20-0 and Q345-20-0.
Figure 4. The compared numerical and experimental N-∆ curves of the C-CFST stub after chloride salt corrosion. (a) C3.0-0-10 and C4.5-0-10; (b) C3.0-0-20 and C4.5-0-20; (c) C3.0-0-30 and C4.5-0-30; (d) Q235-5-0 and Q345-5-0; (e) Q235-10-0 and Q345-10-0; (f) Q235-20-0 and Q345-20-0.
Materials 17 02782 g004
Materials 17 02782 g005aMaterials 17 02782 g005b
Figure 5. The compared numerical and experimental N–∆ curves of the C-GCFST stub at room temperature. (a) SCGA-50-2.75 and SCGA-50-3.75; (b) SCGA-100-2.75 and SCGA-100-3.75; (c) SCGA-50-4.5 and SCGA-100-4.5; (d) S40-50-a and S60-50-a; (e) S40-50-b and S60-50-b; (f) S40-50-c and S60-50-c; (g) S40-100-a and S60-100-a; (h) S40-100-b and S60-100-b; (i) S40-100-c and S60-100-c.
Figure 5. The compared numerical and experimental N–∆ curves of the C-GCFST stub at room temperature. (a) SCGA-50-2.75 and SCGA-50-3.75; (b) SCGA-100-2.75 and SCGA-100-3.75; (c) SCGA-50-4.5 and SCGA-100-4.5; (d) S40-50-a and S60-50-a; (e) S40-50-b and S60-50-b; (f) S40-50-c and S60-50-c; (g) S40-100-a and S60-100-a; (h) S40-100-b and S60-100-b; (i) S40-100-c and S60-100-c.
Materials 17 02782 g005aMaterials 17 02782 g005b
Materials 17 02782 g006
Figure 6. Load–displacement curves.
Figure 6. Load–displacement curves.
Materials 17 02782 g006
Materials 17 02782 g007
Figure 7. Mises stress distribution of the steel tube at point A. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Figure 7. Mises stress distribution of the steel tube at point A. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Materials 17 02782 g007
Materials 17 02782 g008
Figure 8. Mises stress distribution of the steel tube at point B. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Figure 8. Mises stress distribution of the steel tube at point B. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Materials 17 02782 g008
Materials 17 02782 g009
Figure 9. Mises stress distribution of the steel tube at point C. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Figure 9. Mises stress distribution of the steel tube at point C. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Materials 17 02782 g009
Materials 17 02782 g010
Figure 10. Mises stress distribution of the steel tube at point D. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Figure 10. Mises stress distribution of the steel tube at point D. (a) ρ = 0; (b) ρ = 10%; (c) ρ = 30% (unit: Pa).
Materials 17 02782 g010
Materials 17 02782 g011
Figure 11. The influence of variations on Nu: (a) replacement rate; (b) the yield strength of the steel tube; (c) concrete strength; and (d) steel ratio.
Figure 11. The influence of variations on Nu: (a) replacement rate; (b) the yield strength of the steel tube; (c) concrete strength; and (d) steel ratio.
Materials 17 02782 g011
Materials 17 02782 g012
Figure 12. The curve of Nd/N0 and r.
Figure 12. The curve of Nd/N0 and r.
Materials 17 02782 g012
Materials 17 02782 g013
Figure 13. Results of Nd and Nf.
Figure 13. Results of Nd and Nf.
Materials 17 02782 g013
Table 1. Comparison between numerical and experimental values.
Table 1. Comparison between numerical and experimental values.
No.D (mm) × L (mm) × t (mm)ρ (%)Es (GPa)fye (MPa)fue (MPa)μsNf (kN)Ne (kN)Nf/NeRef.
C3-0-1090 × 300 × 3.0101523594310.2826236231.011[22]
C3-0-20201342883390.2965705770.987
C3-0-30301222293250.2835495481.002
C4.5-0-1090 × 300 × 4.5101453394030.2668338161.021
C4.5-0-20201403053360.2797507451.007
C4.5-0-30301282583180.3097136911.031
Q235-5-0-1/290 × 270 × 1.785208242474-3843831.003[29]
Q235-10-0-1/210208242474-3693810.969
Q235-20-0-1/220208242474-3413540.965
Q345-5-0-1/290 × 270×1.905210359531-4905110.960
Q345-10-0-1/210210359531-4744850.978
Q345-20-0-1/220210359531-4474640.963
SCGA-50-2.75140 × 420 × 2.75-1982783460.258120712460.969[13]
SCGA-100-2.75-1982783460.258113911790.966
SCGA-50-3.75140 × 420 × 3.75-2052853640.252134713840.973
SCGA-100-3.75-2052853640.252121313060.929
SCGA-50-4.50140 × 420 × 4.50-2013384200.262161416570.974
SCGA-100-4.50-2013384200.262153515490.991
S40-50-a156 × 450 × 3.0-2012824590.28142513271.074[49]
S40-100-a-2012824590.28123212011.026
S60-50-a-2012824590.28173416301.064
S60-100-a-2012824590.28144314201.016
S40-50-b158 × 450 × 4.0-2062954650.28157716590.951
S40-100-b-2062954650.28133013680.972
S60-50-b-2062954650.28182818650.980
S60-100-b-2062954650.28160016720.957
S40-50-c159 × 450 × 4.5-2043174770.29174417181.015
S40-100-c-2043174770.29151115400.981
S60-50-c-2043174770.29195720390.960
S60-100-c-2043174770.29178218120.984
Mean value0.990
SD0.033
CV0.033
Note: D represents the section diameter of the specimens. L represents the length of the specimens. t represents the steel tube wall thickness. Es represents the elastic modulus. fye and fue represent the yield strength and ultimate strength. μs represents Poisson’s ratio. Nf represents the numerical value of the ultimate strength. Ne represents experimental ultimate strength. SD represents the standard deviation. CV represents the coefficient of variation. Mean value represents the mean value of all Nf/Ne.
Table 2. Parameters of C-GCFST stub for parametric analysis.
Table 2. Parameters of C-GCFST stub for parametric analysis.
ParameterRangesDefault
fcu (MPa)20, 30, 40, 50, 6030
fy (MPa)235, 345, 390, 420, 460345
θ (%)1, 2, 3, 4, 52
r (%)0, 25, 50, 75, 10050
ρ (%)10, 20, 30, 40—
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Zhang, T.; Wang, H.; Zheng, X.; Gao, S. Axial Compressive Behaviours of Coal Gangue Concrete-Filled Circular Steel Tubular Stub Columns after Chloride Salt Corrosion. Materials 2024, 17, 2782. https://doi.org/10.3390/ma17112782

AMA Style

Zhang T, Wang H, Zheng X, Gao S. Axial Compressive Behaviours of Coal Gangue Concrete-Filled Circular Steel Tubular Stub Columns after Chloride Salt Corrosion. Materials. 2024; 17(11):2782. https://doi.org/10.3390/ma17112782

Chicago/Turabian Style

Zhang, Tong, Hongshan Wang, Xuanhe Zheng, and Shan Gao. 2024. "Axial Compressive Behaviours of Coal Gangue Concrete-Filled Circular Steel Tubular Stub Columns after Chloride Salt Corrosion" Materials 17, no. 11: 2782. https://doi.org/10.3390/ma17112782

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